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REAL-TIME DYNAMIC HYBRID TESTING OF STRUCTURAL SYSTEMSA. Reinhorn, M. V. Sivaselvan, Z. Liang, X. Shao.....................................................259ROLES OF LARGE-SCALE TEST FOR ASSESSMENT OF SEISMICPERFORMANCEM. Nakashima, T. Matsumiya, D. Liu, K. Suita.........................................................269FULL-SCALE LABORATORY TESTING: STRATEGIES AND PROCEDURESTO MEET THE NEEDS OF PBEEA. Pinto, P. Negro, F. Taucer ...................................................................................281PERFORMANCE BASED ASSESSMENT — FROM GENERALMETHODOLOGIES TO SPECIFIC IMPLEMENTATIONSM. Fischinger, D. Beg, T. Isaković, M. Tomaževič, R. Žarnić ..................................293ON GROUND MOTION DURATION AND ENGINEERING DEMANDPARAMETERSE. Cosenza, I. Iervolino, G. Manfredi .......................................................................309ON DRIFT LIMITS ASSOCIATED WITH DIFFERENT DAMAGE LEVELSA. Ghobarah..............................................................................................................321MODAL PUSHOVER ANALYSIS: SYMMETRIC- AND UNSYMMETRIC-PLAN BUILDINGSA. K. Chopra, R. K. Goel ..........................................................................................333AN IMPROVED PUSHOVER PROCEDURE FOR ENGINEERING PRACTICE:INCREMENTAL RESPONSE SPECTRUM ANALYSIS (IRSA)M. N. Aydinoğlu ........................................................................................................345EXTENSIONS OF THE N2 METHOD — ASYMMETRIC BUILDINGS,INFILLED FRAMES AND INCREMENTAL N2P. Fajfar, M. Dolšek, D. Marušić, I. Peruš...............................................................357HORIZONTALLY IRREGULAR STRUCTURES: SOME RECENTDEVELOPMENTSA. Rutenberg, W. K. Tso............................................................................................369EFFECTIVE PERIODS OF HIGHLY NONLINEAR STRUCTURESH. Akiyama................................................................................................................385BUILDING VULNERABILITY ASSESSMENT USING PUSHOVERMETHODS — A TURKISH CASE STUDYE. Booth, R. Spence, J. Bird ......................................................................................397v
RELIABILITY OF MULTISTORY BRICK BUILDINGS AT DIFFERENTPERFORMANCE LEVELSL. Zhang, J. Jiang, J. Liu ..........................................................................................409EVALUATION OF INELASTIC DISPLACEMENTS IN DETERIORATINGSYSTEMS USING AN ENERGY-BASED APPROACHH. Sucuoğlu, A. Erberik ............................................................................................421REINFORCED CONCRETE STRUCTURAL WALLS AS SOLUTION TORETROFIT A R/C FRAME BUILDINGP. Bonelli, R. Boroschek ...........................................................................................433PERFORMANCE-BASED SEISMIC ASSESSMENT OF TWO PRECASTCONCRETE HYBRID FRAME BUILDINGSS. Sritharan, A. Rahman............................................................................................445NEW MODEL FOR PERFORMANCE BASED DESIGN OF RC KNEE JOINTH. Shiohara, Y. Shin..................................................................................................457EARTHQUAKE ACTIONS IN SEISMIC CODES: CAN CURRENTAPPROACHES MEET THE NEEDS OF PBSD?J. J. Bommer .............................................................................................................469A PRAGMATIC APPROACH FOR PERFORMANCE-BASED SEISMICDESIGNM. Aschheim..............................................................................................................481EXAMINATION OF THE EQUIVALENT VISCOUS DAMPING APPROACHH. Dwairi, M. Kowalsky............................................................................................493CONTRASTING PERFORMANCE-BASED DESIGN WITH PERFORMANCEASSESSMENTH. Krawinkler, F. Zareian, R. A. Medina, L. Ibarra.................................................505THE PERFORMANCE REQUIREMENTS IN JAPANESE BUILDING CODES. Otani .....................................................................................................................517Author Index .............................................................................................................529vi
Page 2 and 3: PERFORMANCE-BASED SEISMIC DESIGNCON
Page 4 and 5: CONTENTSTable of Contents..........
Page 8 and 9: PREFACEThe workshop on “Seismic D
Page 10 and 11: LIST OF PARTICIPANTSSergio M. Alcoc
Page 12 and 13: RESOLUTIONSThe International Worksh
Page 14 and 15: CONCLUSIONS AND RECOMMENDATIONSThe
Page 16 and 17: nonlinear dynamic) and when they sh
Page 18 and 19: exists to develop testing protocols
Page 20 and 21: to be sent soon to the 28 members o
Page 22 and 23: factor γ I is 1.4 or 1.2 for essen
Page 24 and 25: i. The well-known relation µ θ -
Page 26 and 27: γ s =1.15. Values less than 1.0 me
Page 28 and 29: efore (factor α in Eq.(4)). Materi
Page 30 and 31: the force demand from the analysis,
Page 32 and 33: OVERVIEW OF A COMPREHENSIVE FRAMEWO
Page 34 and 35: ground motion Intensity Measure (IM
Page 36 and 37: 2.2 Simulation of Engineering Deman
Page 38 and 39: describing the economic losses asso
Page 40 and 41: practice the localized gravity load
Page 42 and 43: Whereas financial and insurance org
Page 44 and 45: AN OUTLINE OF AIJ GUIDELINES FOR PE
Page 46 and 47: (7) a method of performance evaluat
Page 48 and 49: where, T: natural period of structu
Page 50 and 51: 6. DAMAGE AND LIMIT DEFORMATIONSThe
Page 52 and 53: The limit inter-story deformations
Page 54 and 55: DirectionX-directionY-directionSkew
Page 56 and 57:
HAZARD, GROUND MOTIONS AND PROBABIL
Page 58 and 59:
of events with [X1>x 1 , X 2 >x 2 ,
Page 60 and 61:
2.4 Option C: Sufficient IMs: Estim
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predictions and hence required samp
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PEER has put forward PBSA methodolo
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3.2.1 A DCF Displacement-Based Form
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parameter k (the slope of the hazar
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POST-EARTHQUAKE FUNCTION OF HIGHWAY
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ln( EDP) a b ln ( IM )= + (1)Probab
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terms of global and local bridge pe
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Figure 3. Bridge column component d
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5.2 Method B: MDOF Residual Displac
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calculated using a 2 dimensional mu
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MODELING CONSIDERATIONS IN PROBABIL
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location. Transverse reinforcement
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2.50.1000Spectral Accel. (g)2.01.51
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Results indicate that 33% of the re
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4.1.2 Elastic vs. Inelastic ModelsF
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The increased dispersion leads to h
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AN ANALYSIS ON THE SEISMIC PERFORMA
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The survey stood on the condition t
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who decide the design force levels
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It is interesting to clarify whethe
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concluded that the dependence of in
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Table 10. Problems of performance-b
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DEVELOPMENT OF NEXT-GENERATION PERF
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ground shaking hazard, probable str
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Vulnerability of buildings to losse
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Peak Interstory Drfit Ratio0.120.10
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Conditional Probability ofDamage St
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Probability of Non-Exceedance10.80.
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APPLICATIONS OF PERFORMANCE-BASED E
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PRACTICAL ADAPTATION FOR STAKEHOLDE
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cost premium for the more expensive
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The future techniques will improve
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Benefit-cost ratio(BCR) 2.5UC Berke
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motivation to change the way they w
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CHANGING THE PARADIGM FOR PERFORMAN
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Ideally, the preliminary design of
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ModelM1M2M3Table 1. Description of
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Sample results from the response-hi
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In FEMA 273/356, the intersection o
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(M8 and M9) and the isolated frames
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THE ATC-58 PROJECT PLAN FOR NONSTRU
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The development of next-generation
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for these flexible nonstructural co
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spectra is several times larger tha
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The variability is associated with
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functions for a wide variety of non
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SIMPLIFIED PBEE TO ESTIMATE ECONOMI
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One can show (Porter et al. 2004) t
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( )FDM| EDP= xdm = 1 −FRdm , + 1,
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1. Facility definition. Same as in
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Table 1. Approximation of seismic r
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The EAL values shown in Figure 3 mi
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ASSESSMENT OF SEISMIC PERFORMANCE I
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where e -λτ is the discounted fac
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IDR 3[rad]σPFAIDR34(g)σ PFA4media
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Figure 3a, shows an example of frag
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P(C LVCC i |IM )1.00.80.60.40.20.00
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E [ L T | IM ]$ 10 M$ 8 M$ 6 M$ 4 M
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SEISMIC RESILIENCE OF COMMUNITIES
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2. RESILIENCE CONCEPTSResilience fo
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quantification tools could be used
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structure remains elastic. This is
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of Figure 7a will be used. It is as
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Nigg, J. M. (1998). Empirical findi
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acceleration with a 475-year return
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limit states, the suggestions given
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∆NSLsi= SϑH(5)iTFor column-sway
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Pinto et al., 2004). The probabilit
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The main difficulty in assigning a
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Crowley, H., R. Pinho, and J. J. Bo
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analytical models generally have si
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Figure 2. Structure of the response
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can be used as a random variable of
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4. DERIVATION OF THE VULNERABILITY
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5. CONCLUSIONSDerivation of vulnera
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REFERENCESAbrams, D. P., A. S. Elna
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In general, these types of bench-mo
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where & x&(t ) = acceleration at th
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science building. The lateral load-
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emain the same, the magnitude of sl
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of sliding thresholds, are desirabl
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Retrofit of Nonstructural Component
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was developed to accommodate these
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tested by Meinheit and Jirsa are us
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where D is the maximum drift and N
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in predicting damage as well as rep
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4.2.2 Modeling the Data Using Stand
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that the defining demand using a no
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• The influence on the dynamic re
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deviations σ and correlation coeff
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The first three modes of vibration
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Details about the ten records selec
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to allow a quantitative assessment
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Cornell A. C., F. Jalayer, R. Hambu
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limited possibilities of overcoming
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uildings, up to five stories high (
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Efficiency η, %100806040203D-RWBW-
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Table 1. Performance criteria for c
Page 258 and 259:
Because the analytical model strong
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REFERENCESAguilar, G., R. Meli, R.
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tests of its type ever conducted. T
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end work-point to work-point). And
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Fig. 5 shows the actual application
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3Roof Disp. (mm)250200150100500-50-
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Base Shear (kN)Base Shear (kN)40002
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8. CONCLUSIONSBased on the test and
Page 274 and 275:
REAL-TIME DYNAMIC HYBRID TESTING OF
Page 276 and 277:
:::::2004) can be formulated using
Page 278 and 279:
The structure to be simulated is di
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measurements, to the modeling of th
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Figure 8. Two stories (left) and hy
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ROLES OF LARGE-SCALE TEST FOR ASSES
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mid-height in the third story, at w
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cycles were repeated for each ampli
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the tests with ALC panels were excl
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the relationship between the moment
Page 294 and 295:
attachment details adopted for inst
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FULL-SCALE LABORATORY TESTING: STRA
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economic losses resulting from the
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4. OBJECTIVES AND OUTCOME OF STRUCT
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15001000500Shear [kN]0-8.0 -6.0 -4.
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5.1 3D Tests on a Torsionally Unbal
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Non-linear substructuring was recen
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PERFORMANCE BASED ASSESSMENT — FR
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4 x 50 m = 200 mC1 C2 C3h u = 7 mh
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some procedures are (contrary to th
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5 th floor disp. [cm]0.60.0-0.6CC =
Page 316 and 317:
While the global drift of the build
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the use of such connections in eart
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I d = 0.25elastic limitmaximum resi
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As regards the influence of differe
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ON GROUND MOTION DURATION AND ENGIN
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time between the first and last acc
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FyFyFyFFFkk0.03kδδδcover a large
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T5b, T13a, T13b, T20a and T20b can
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Tabled results show that in the cas
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0 0.25 0.5 0.75 1Dkin PfSa[g]0 0.25
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ON DRIFT LIMITS ASSOCIATED WITH DIF
Page 338 and 339:
BehaviourElasticInelasticCollapseDa
Page 340 and 341:
Other factors such as the applied l
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4. MOMENT RESISTING FRAMES4.1 Ducti
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5Ductility factor432100 0.2 0.4 0.6
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5.1 Flexural Structural WallsAn exa
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MODAL PUSHOVER ANALYSIS: SYMMETRIC-
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Floor963SeattleNonlinear RHAFEMA1st
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The peak modal demands r n are then
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9BostonSeattleLos AngelesFloor63RSA
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5. EVALUATION OF MPA: UNSYMMETRIC-P
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Without additional conceptual compl
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AN IMPROVED PUSHOVER PROCEDURE FOR
Page 362 and 363:
for a response governed by the fund
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2.2 Modal ScalingThe principal aim
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2.3 Pushover-History AnalysisSubsti
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(3) Calculate cumulative scale fact
Page 370 and 371:
46.4 58 58 58 58 58 58 58 58 58 58
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EXTENSIONS OF THE N2 METHOD — ASY
Page 374 and 375:
The strength reduction factor due t
Page 376 and 377:
The relations apply to SDOF systems
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in X-direction pushover curves prac
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As an example, an idealized force-d
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The IN2 curve can be used in the pr
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HORIZONTALLY IRREGULAR STRUCTURES:
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Dutta and Das (2002, 2002b and refs
Page 388 and 389:
They tested the procedure on three
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Table 1. Properties of the 4 WallsW
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The following is a summary of two s
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ectangular concrete deck supported
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REFERENCESAlmazan, J. L., and J. C.
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Rosenblueth, E. (1957). “Consider
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instantaneous period of vibration a
Page 402 and 403:
value of the maximum plastic deform
Page 404 and 405:
(a) elastic-perfectly plastic type(
Page 406 and 407:
where a is the constant peculiar to
Page 408 and 409:
Referring to Eq. (15), the natural
Page 410 and 411:
-The effective period obtained by u
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eal damage data, rather than theore
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liquefaction-induced damage. This i
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Figure 5. Selected damage distribut
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Figure 6. Idealized capacity spectr
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I’ for the ductile case, as expec
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This study has shown that a modific
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thickness of the inner wall is usua
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4. EARTHQUAKE GROUND MOTION INPUT A
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5.2 Performance Levels and Limit St
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where λ I jis the occurrence rate
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intensity VI because the number of
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and thus are not considered in seis
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The values of the displacement modi
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constant amplitude loading (CA) or
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deterioration. These are the type o
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members, is the main feature of the
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RESULTS, DISCUSSIONS AND CONCLUSION
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systems, where FEMA estimations are
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The case study is a Hospital in the
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Table 1. Dimensions and amount of r
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4.2 Incremental AnalysisBase shear
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When adding jackets to columns, the
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storyShear in interior Column [ton]
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PERFORMANCE-BASED SEISMIC ASSESSMEN
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2. HYBRID FRAME BUILDINGSTwo precas
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15’ - 0” 15’ - 0”Hybrid fra
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and maximum residual inter-story fr
Page 466 and 467:
As the first step in understanding
Page 468 and 469:
Table 3. Comparison of calculated m
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NEW MODEL FOR PERFORMANCE BASED DES
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(a) interior beam-column joint(b) k
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yxVN =VADjDBABLD jDOV cOVCN= VLV bV
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3.3.2 B-modeThe equilibrium conditi
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3.6 Failure ModeBased on the calcul
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Name ofSpecimenTable 2. Comparison
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EARTHQUAKE ACTIONS IN SEISMIC CODES
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examination of the risk implication
Page 486 and 487:
Bozorgnia and Campbell (2004) find
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structure, the results of inelastic
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hazard curves will often vary throu
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large uncertainties associated with
Page 494 and 495:
A PRAGMATIC APPROACH FOR PERFORMANC
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Relative Height20118160.8140.6 1210
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Yield Strength Coefficient, Cy2.01.
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Yield Strength Coefficient, Cy*1.61
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2.6 Preliminary DesignIn the preced
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4. CONCLUSIONSIn the space availabl
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EXAMINATION OF THE EQUIVALENT VISCO
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of the bilinear model with the ener
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3. STUDY PARAMETERS AND ASSESSMENT
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decided to investigate the accuracy
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DISPLACEMENT(m)DISPLACEMENT (m)DISP
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The results for all 100 earthquake
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CONTRASTING PERFORMANCE-BASED DESIG
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Conceptual design is greatly facili
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2. The availability of cost-of-repa
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There are many questions to be answ
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assess expected NSASS losses. For t
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3.2.2 Design for Tolerable Mean Ann
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THE PERFORMANCE REQUIREMENTS IN JAP
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2.1 Law Enforcement and InspectionT
Page 534 and 535:
Splices and development of reinforc
Page 536 and 537:
as for the rising part of continuou
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compressive stress of concrete is t
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MOLIT Notification No. 1461 outline
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AUTHOR INDEXH. Akiyama.............
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F. Taucer .........................
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PEER 2003/06PEER 2003/05PEER 2003/0
Page 548 and 549:
PEER 2001/13PEER 2001/12Modeling So
Page 550:
PEER 1999/04 Adoption and Enforceme
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